CN104988907A - Construction method of concrete pile - Google Patents
Construction method of concrete pile Download PDFInfo
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- CN104988907A CN104988907A CN201510463760.0A CN201510463760A CN104988907A CN 104988907 A CN104988907 A CN 104988907A CN 201510463760 A CN201510463760 A CN 201510463760A CN 104988907 A CN104988907 A CN 104988907A
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- 238000010276 construction Methods 0.000 title claims abstract description 44
- 239000002689 soil Substances 0.000 claims abstract description 21
- 239000004568 cement Substances 0.000 claims abstract description 15
- 238000005553 drilling Methods 0.000 claims abstract description 9
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 3
- 239000010959 steel Substances 0.000 claims abstract description 3
- 239000011440 grout Substances 0.000 claims description 25
- 238000000034 method Methods 0.000 claims description 24
- 230000003014 reinforcing effect Effects 0.000 claims description 12
- 238000007596 consolidation process Methods 0.000 claims description 6
- 230000002093 peripheral effect Effects 0.000 claims description 6
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 4
- 238000001125 extrusion Methods 0.000 claims description 4
- 238000007569 slipcasting Methods 0.000 claims description 4
- 238000005056 compaction Methods 0.000 claims description 2
- 229910052742 iron Inorganic materials 0.000 claims description 2
- 239000000463 material Substances 0.000 claims description 2
- 210000003205 muscle Anatomy 0.000 claims description 2
- 239000011148 porous material Substances 0.000 claims description 2
- 239000002002 slurry Substances 0.000 abstract description 4
- 238000005266 casting Methods 0.000 abstract 1
- 239000012466 permeate Substances 0.000 abstract 1
- 230000002787 reinforcement Effects 0.000 abstract 1
- 238000012407 engineering method Methods 0.000 description 10
- 238000005516 engineering process Methods 0.000 description 3
- 230000007547 defect Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 239000013049 sediment Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000295 complement effect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000000280 densification Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- Piles And Underground Anchors (AREA)
Abstract
The invention provides a construction method of a concrete pile. According to the construction method, at first, diameter expanding and varying concrete pile body construction is performed, and then, a pile end is installed, and pile-side post-casting is performed, and therefore, the bearing capacity of the pile can be greatly increased. The construction method includes the following steps that: 1) pile body pore-forming is performed at a pile position, diameter expanding is performed on a pile body or a pile bottom in squeezing expanding, rotating expanding and drilling expanding manners in pore-forming or after pore-forming; 2) a steel reinforcement cage with slurry-jacking pipes is immersed into a pile hole, slurry outlets are located at corresponding positions of the pile bottom and a diameter expanded portion respectively; 3) pile body concrete is poured into the pile hole; and 4) after the pile body concrete has a certain strength, cement slurry is injected into the slurry-jacking pipes through pressure, so that the cement slurry can diffuse and permeate to the lower part of the pile end and soil at the periphery of the pile body under the action of pressure, and will be solidified at the lower part of the pile end and the soil at the periphery of the pile body, and therefore, the strength of the soil at the periphery of the pile can be improved when the diameter of the pile is further increased.
Description
Technical field
The present invention relates to field of civil engineering, particularly relate to piling Technology.
Background technology
In pile foundation engineering, people use and have invented a variety of method to improve the bearing capacity of stake, reducing pouring concrete pile is the large class construction technology often used, its principle adds the larger wide diameter portion of diameter at pile body or stake end, improved the supporting capacity of stake by the area increasing stake side or stake end, the main engineering method adopted comprises compacted bearing disk pile, squeezed branch pile, the squeezed castinplace pile of DX, underreamed bored pile, more piece grouting pile etc. at present.These engineering methods have respective characteristics and advantages, but also there is certain shortcoming and defect, relatively the shortcoming of general character is, one is that pile bottom sediment in pore-forming is difficult to process, affect bearing capacity of pile tip, two is that when part soil layer residing for pile body is softer or water level is higher, undergauge even broken pile easily appears in pile concrete, three is that stake holes or wide diameter portion are shaping irregular, easily causes the super filling of concrete.
Grouting behind shaft or drift lining bored pile is also a kind of construction that developed recently gets up, it by carrying out slip casing by pressure to some position, stake side after pile, the gap of filling pile concrete and pile peripheral earth, institute's injection slurry is by physics and chemistry form actings in conjunction such as infiltration, displacement, splitting, densification and consolidations, make the raising that a side and end resistance obtain in various degree, thus improve load-carrying properties.Because this engineering method is be based upon in the dimensions of concrete pile originally all the time, therefore the raising of its bearing capacity has certain limit, and the bearing capacity of concrete pile originally can not be made to produce huge and essential change.
Summary of the invention
The present invention proposes to solve the above problems, object is to provide a kind of construction method of concrete pile, reducing pouring concrete pile and grouting behind shaft or drift lining two kinds of engineering methods are reconfigured, by first carrying out expanding the method for the construction of reducing concrete pile body, in addition stake end and the slip casting of stake rear flank again, namely the advantage of former engineering method is taken full advantage of, make again bearing capacity of pile foundation create further, huge lifting on former basis, and produce the beneficial effect improving work efficiency and reduce costs.
To achieve these goals, the construction method of a kind of concrete pile of the present invention, comprises the steps:
1) the stake position place in ground, by boring, revolve dig, hammering, soil compaction mode carry out the construction of pile body pore-forming, in pore forming process or after pore-forming completes, by mode that is squeezed, that revolve expansion, bore expansion, at the bottom of pile body or stake, carry out expanding process, formed along pile body up and down with the stake holes of one or more wide diameter portion;
2) sink in stake holes by the reinforcing cage with several madjack pipe, the grout outlet of madjack pipe lays respectively at stake holes bottom and the position corresponding with stake holes wide diameter portion;
3) in stake holes, pile concrete is poured into;
4) after pile concrete possesses some strength, in madjack pipe, cement grout is injected by pressure, slip casting process can once, simultaneously or gradation, timesharing carry out, make cement grout under pressure to scattering and permeating in the soil body of stake end bottom and pile body periphery and consolidation, while expanding stake footpath further, improve pile peripheral earth intensity.
In above-mentioned construction method, above-mentioned steps 1) described in pile body pore-forming work progress in, can the ancillary method such as cylinder-wall protecting, mud off in addition.
In above-mentioned construction method, above-mentioned steps 1) described in squeezed, revolve expansion, bore expand mode, squeezed refer to utilize machinery, hydraulic way outwards unidirectional, two-way, multidirectional direct extrusion soil formed expanding, revolve expand refer to the drill bit or drilling bucket strutting reducing after the rotary cutting soil body formed expanding, bore expand refer to the drill bit or drilling rod strutting reducing after rotary cutting extrusion soil be formed into expanding.
In above-mentioned construction method, above-mentioned steps 1) described in along pile body up and down with the stake holes of one or more wide diameter portion, refer to that namely can carry out stake holes in each position of pile body expanding, also only can carry out stake holes in stake bottom portion expanding.
In above-mentioned construction method, above-mentioned steps 2) described in the reinforcing cage with several madjack pipe, its madjack pipe can tie up the outside at reinforcing cage, also can directly use as the main muscle of reinforcing cage or stirrup.
In above-mentioned construction method, above-mentioned steps 2) described in madjack pipe, its material is hollow steel tube or hollow iron pipe, and its profile comprises straight shape pipe or straight shape pipe adds ring pipe, and pipe shaft or the pipe bottom of madjack pipe are provided with one or more grout outlet.
In above-mentioned construction method, above-mentioned steps 4) described in pile concrete possess some strength, the concrete requirement of strength time be after concrete initial set to pile in 7 days.
The construction method of concrete pile of the present invention, its main feature and advantage are:
1. the mode that reducing pouring concrete pile and grouting behind shaft or drift lining two kinds of engineering methods combine is adopted, not only give full play to its respective outstanding technical advantage, and make to make up mutually shortcoming deficiency between two kinds of engineering methods, play the good result that 1+1 is greater than 2: reducing pouring concrete pile is by adding large diameter wide diameter portion to increase the contact area of a side or stake end and the soil body, therefore the filling infiltrating area of institute's cement injection and the soil body is also directly improved, the actual effect of grouting behind shaft or drift lining engineering method is also more obvious, then slip casting method is while the stake side of improving pile concrete and end resistance, play again and pile bottom sediment during pore-forming solidified and makes up the double action of flaw of concrete excavation pile, two kinds of engineering methods complement each other, mutual promotion improves, create unexpected combination technique effect, 2. bearing capacity of pile foundation significantly improves: compare with common grouting behind shaft or drift lining bored pile with reducing pouring concrete piles such as independent compacted bearing disk pile, squeezed branch pile, the squeezed castinplace pile of DX, underreamed bored pile, more piece grouting piles, its bearing capacity of single pile improves 30% ~ 100%, and avoid stake end and there is loosened soil, in conjunction with disadvantages such as unreal, pile defects, ensure that the total bearing capacity of stake can give full play to, the operations such as the pore-forming 3. in construction method, expanding, perfusion, mud jacking can adopt multiple method, and the change according to geological conditions and designing requirement can adjust in time, 4. the scope of application of former engineering method is significantly improved, all applicable in various soil layer and base form.
Accompanying drawing explanation
Fig. 1 is the process chart of an embodiment of the construction method of a kind of concrete pile of the present invention.
Fig. 2 is the process chart of second embodiment of the construction method of a kind of concrete pile of the present invention.
Fig. 3 is the process chart of the 3rd embodiment of the construction method of a kind of concrete pile of the present invention.
In Fig. 1, Fig. 2 and Fig. 3: 1 be stake holes, 2 be wide diameter portion, 3 be reinforcing cage, 4 is madjack pipe, 5 be the grout outlet, 6 of madjack pipe is concrete, 7 be cement grout.
Detailed description of the invention
Below by specific embodiment, the invention will be further described.
Fig. 1 is the process chart of an embodiment of the construction method of a kind of concrete pile of the present invention, first, as shown in a in Fig. 1, stake position place in ground, utilize construction equipment to carry out drilling construction and form stake holes 1, when pore-forming is to certain depth, utilizes the squeezed of construction equipment or revolve expansion or bore expansion function and carry out expanding process, form stake holes wide diameter portion 2; Then, as shown in b in Fig. 1, proceed drilling construction and expanding process until set depth, formed along pile body up and down with the stake holes 1 of multiple wide diameter portion 2; Then, as shown in c in Fig. 1, sink in stake holes 1 by the reinforcing cage 3 with several madjack pipe 4, wherein the grout outlet 5 of the madjack pipe 4 of a part is positioned at stake holes bottom, and the grout outlet 5 of all the other madjack pipes 4 is corresponding with multiple stake holes wide diameter portion 2 position respectively; Then, as shown in d in Fig. 1, in stake holes 1, pour into pile concrete 6; Then, as shown in e in Fig. 1, after pile concrete 6 possesses some strength, first in the madjack pipe 4 of stake holes bottom, cement grout 7 is injected to grout outlet 5 by pressure, and then in remaining madjack pipe 4, inject cement grout 7 by pressure gradation, after cement grout 7 is discharged by grout outlet 5 under pressure, scattering and permeating in the soil body of stake end bottom and pile body periphery consolidation, improve pile peripheral earth intensity while expanding stake footpath further.
Fig. 2 is the process chart of second embodiment of the construction method of a kind of concrete pile of the present invention, and first, as shown in a in Fig. 2, the stake position place in ground, utilizes construction equipment to carry out drilling construction to set depth, forms stake holes 1; Then, as shown in b in Fig. 2, utilize the squeezed of construction equipment or revolve to expand or bore and expand function, in stake holes 1, carry out expanding process, formed along pile body up and down with the stake holes 1 of multiple wide diameter portion 2; Then, as shown in c in Fig. 2, sink in stake holes 1 by the reinforcing cage 3 with several madjack pipe 4, the grout outlet 5 of madjack pipe 4 lays respectively at stake holes bottom and the position corresponding with multiple stake holes wide diameter portion 2; Then, as shown in d in Fig. 2, in stake holes 1, pour into pile concrete 6; Then, as shown in e in Fig. 2, after pile concrete 6 possesses some strength, in several madjack pipe 4, inject cement grout 7 by pressure simultaneously, after cement grout 7 is discharged by grout outlet 5 under pressure, scattering and permeating in the soil body of stake end bottom and pile body periphery consolidation, improve pile peripheral earth intensity while expanding stake footpath further.
Fig. 3 is the process chart of the 3rd embodiment of the construction method of a kind of concrete pile of the present invention, and first, as shown in a in Fig. 3, the stake position place in ground, utilizes construction equipment to carry out drilling construction to set depth, forms stake holes 1; Then, as shown in b in Fig. 3, utilize the squeezed of construction equipment or revolve to expand or bore and expand function, carry out expanding process in the bottom of stake holes 1, form stake end wide diameter portion 2; Then, as shown in c in Fig. 3, sink in stake holes 1 by the reinforcing cage 3 with several madjack pipe 4, the grout outlet 5 of madjack pipe 4 lays respectively in the middle part of stake holes bottom and pile body; Then, as shown in d in Fig. 3, in stake holes 1, pour into pile concrete 6; Then, as shown in e in Fig. 3, after pile concrete 6 possesses some strength, in several madjack pipe 4, inject cement grout 7 by pressure simultaneously, after cement grout 7 is discharged by grout outlet 5 under pressure, scattering and permeating in the soil body of stake end bottom and pile body periphery consolidation, improve pile peripheral earth intensity while expanding stake footpath further.
Claims (7)
1. a construction method for concrete pile, comprises the steps:
1) the stake position place in ground, by boring, revolve dig, hammering, soil compaction mode carry out the construction of pile body pore-forming, in pore forming process or after pore-forming completes, by mode that is squeezed, that revolve expansion, bore expansion, at the bottom of pile body or stake, carry out expanding process, formed along pile body up and down with the stake holes of one or more wide diameter portion;
2) sink in stake holes by the reinforcing cage with several madjack pipe, the grout outlet of madjack pipe lays respectively at stake holes bottom and the position corresponding with stake holes wide diameter portion;
3) in stake holes, pile concrete is poured into;
4) after pile concrete possesses some strength, in madjack pipe, cement grout is injected by pressure, slip casting process can once, simultaneously or gradation, timesharing carry out, make cement grout under pressure to scattering and permeating in the soil body of stake end bottom and pile body periphery and consolidation, while expanding stake footpath further, improve pile peripheral earth intensity.
2. construction method according to claim 1, is characterized in that, above-mentioned steps 1) described in pile body pore-forming work progress in, can the ancillary method such as cylinder-wall protecting, mud off in addition.
3. construction method according to claim 1, it is characterized in that, above-mentioned steps 1) described in squeezed, revolve expansion, bore expand mode, squeezed refer to utilize machinery, hydraulic way outwards unidirectional, two-way, multidirectional direct extrusion soil formed expanding, revolve expand refer to the drill bit or drilling bucket strutting reducing after the rotary cutting soil body formed expanding, bore expand refer to the drill bit or drilling rod strutting reducing after rotary cutting extrusion soil be formed into expanding.
4. construction method according to claim 1, it is characterized in that, above-mentioned steps 1) described in along pile body up and down with the stake holes of one or more wide diameter portion, refer to that namely can carry out stake holes in each position of pile body expanding, also only can carry out stake holes in stake bottom portion expanding.
5. construction method according to claim 1, is characterized in that, above-mentioned steps 2) described in the reinforcing cage with several madjack pipe, its madjack pipe can tie up the outside at reinforcing cage, also can directly use as the main muscle of reinforcing cage or stirrup.
6. construction method according to claim 1, it is characterized in that, above-mentioned steps 2) described in madjack pipe, its material is hollow steel tube or hollow iron pipe, its profile comprises straight shape pipe or straight shape pipe adds ring pipe, and pipe shaft or the pipe bottom of madjack pipe are provided with one or more grout outlet.
7. construction method according to claim 1, is characterized in that, above-mentioned steps 4) described in pile concrete possess some strength, the concrete requirement of strength time be after concrete initial set to pile in 7 days.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510463760.0A CN104988907A (en) | 2015-08-02 | 2015-08-02 | Construction method of concrete pile |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510463760.0A CN104988907A (en) | 2015-08-02 | 2015-08-02 | Construction method of concrete pile |
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| CN104988907A true CN104988907A (en) | 2015-10-21 |
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| CN201510463760.0A Pending CN104988907A (en) | 2015-08-02 | 2015-08-02 | Construction method of concrete pile |
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Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105350523A (en) * | 2015-11-11 | 2016-02-24 | 李金良 | High-pressure-jetting cemented soil screw extrusion expansion and variable diameter concrete pile combined pile and manufacturing method thereof |
| CN106248495A (en) * | 2016-07-25 | 2016-12-21 | 上海绿地建设(集团)有限公司 | The indoor long-term assay device of post grouting pile of simulated groundwater flowing and test method thereof |
| CN106284317A (en) * | 2016-08-31 | 2017-01-04 | 浙江南湖建设有限公司 | A kind of building pile foundation construction method |
| CN106703018A (en) * | 2017-02-20 | 2017-05-24 | 云南建投基础工程有限责任公司 | Superfine filling pile reinforcing cage provided with grouting pipes and acoustic testing pipes and manufacturing method of superfine filling pile reinforcing cage |
| CN106759427A (en) * | 2017-03-14 | 2017-05-31 | 中电建建筑集团有限公司 | Mire area towering structure composite foundation pile construction method |
| CN107178081A (en) * | 2017-07-10 | 2017-09-19 | 滨州学院 | A kind of prestressing force post jacking variable cross-section hollow shell pill and its construction method |
| CN109778847A (en) * | 2019-03-20 | 2019-05-21 | 裴晓峰 | A kind of construction method and device of concrete cast-in-place pile |
| CN110016909A (en) * | 2019-04-26 | 2019-07-16 | 江苏长江机械化基础工程有限公司 | Hydraulic squeezed joint pouch slip casting pile body expands reinforcement bored pile construction method |
| CN110886292A (en) * | 2019-11-29 | 2020-03-17 | 裴晓峰 | Full-casing composite expanded-disk pile construction method and equipment |
| CN111305194A (en) * | 2019-11-29 | 2020-06-19 | 祝波 | Composite expanded disc pile construction method and equipment |
| CN112211186A (en) * | 2020-09-30 | 2021-01-12 | 裴隽仪 | Post-tensioning unbonded prestressed anchoring pile structure and construction method thereof |
| CN112663469A (en) * | 2021-01-20 | 2021-04-16 | 北京支盘地工科技开发中心 | Construction method for road reconstruction with road surface settlement |
| CN112832232A (en) * | 2020-12-31 | 2021-05-25 | 福建庄金科技有限公司 | Expanded cast-in-place pile and construction method thereof |
| CN113174935A (en) * | 2021-05-27 | 2021-07-27 | 城地建设集团有限公司 | Dry-method rotary extrusion-expansion pile forming device and construction method |
| CN113802552A (en) * | 2021-10-27 | 2021-12-17 | 浙江工业职业技术学院 | Pile surrounding soil body reinforcing method |
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Cited By (23)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105350523A (en) * | 2015-11-11 | 2016-02-24 | 李金良 | High-pressure-jetting cemented soil screw extrusion expansion and variable diameter concrete pile combined pile and manufacturing method thereof |
| CN106248495A (en) * | 2016-07-25 | 2016-12-21 | 上海绿地建设(集团)有限公司 | The indoor long-term assay device of post grouting pile of simulated groundwater flowing and test method thereof |
| CN106284317A (en) * | 2016-08-31 | 2017-01-04 | 浙江南湖建设有限公司 | A kind of building pile foundation construction method |
| CN106703018A (en) * | 2017-02-20 | 2017-05-24 | 云南建投基础工程有限责任公司 | Superfine filling pile reinforcing cage provided with grouting pipes and acoustic testing pipes and manufacturing method of superfine filling pile reinforcing cage |
| CN106703018B (en) * | 2017-02-20 | 2019-02-22 | 云南建投基础工程有限责任公司 | A kind of superfine cast-in-place pile reinforcement cage with grouting pipe and acoustic measuring pipe and its manufacturing method |
| CN106759427A (en) * | 2017-03-14 | 2017-05-31 | 中电建建筑集团有限公司 | Mire area towering structure composite foundation pile construction method |
| CN106759427B (en) * | 2017-03-14 | 2019-07-12 | 中电建建筑集团有限公司 | Mire area towering structure composite foundation pile construction method |
| CN107178081A (en) * | 2017-07-10 | 2017-09-19 | 滨州学院 | A kind of prestressing force post jacking variable cross-section hollow shell pill and its construction method |
| CN109778847A (en) * | 2019-03-20 | 2019-05-21 | 裴晓峰 | A kind of construction method and device of concrete cast-in-place pile |
| CN110016909B (en) * | 2019-04-26 | 2021-04-09 | 中煤长江基础建设有限公司 | Construction method for expanding reinforced bored pile by hydraulic squeezing and expanding combined bag grouting pile body |
| CN110016909A (en) * | 2019-04-26 | 2019-07-16 | 江苏长江机械化基础工程有限公司 | Hydraulic squeezed joint pouch slip casting pile body expands reinforcement bored pile construction method |
| CN110886292A (en) * | 2019-11-29 | 2020-03-17 | 裴晓峰 | Full-casing composite expanded-disk pile construction method and equipment |
| CN111305194A (en) * | 2019-11-29 | 2020-06-19 | 祝波 | Composite expanded disc pile construction method and equipment |
| WO2021103210A1 (en) * | 2019-11-29 | 2021-06-03 | 裴晓峰 | Construction method and device for full-casing composite expanded disk pile |
| CN110886292B (en) * | 2019-11-29 | 2021-10-26 | 祝波 | Full-casing composite expanded-disk pile construction method and equipment |
| CN111305194B (en) * | 2019-11-29 | 2022-03-11 | 祝波 | Composite expanded disc pile construction method and equipment |
| EP4056762A4 (en) * | 2019-11-29 | 2022-12-14 | Bo Zhu | PROCEDURE FOR CONSTRUCTING A COMPOSITE PILE WITH EXPANDED PLATE AND DEVICE |
| US12065800B2 (en) | 2019-11-29 | 2024-08-20 | Bo Zhu | Method for construction of composite under-reamed pile and equipment thereof |
| CN112211186A (en) * | 2020-09-30 | 2021-01-12 | 裴隽仪 | Post-tensioning unbonded prestressed anchoring pile structure and construction method thereof |
| CN112832232A (en) * | 2020-12-31 | 2021-05-25 | 福建庄金科技有限公司 | Expanded cast-in-place pile and construction method thereof |
| CN112663469A (en) * | 2021-01-20 | 2021-04-16 | 北京支盘地工科技开发中心 | Construction method for road reconstruction with road surface settlement |
| CN113174935A (en) * | 2021-05-27 | 2021-07-27 | 城地建设集团有限公司 | Dry-method rotary extrusion-expansion pile forming device and construction method |
| CN113802552A (en) * | 2021-10-27 | 2021-12-17 | 浙江工业职业技术学院 | Pile surrounding soil body reinforcing method |
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Application publication date: 20151021 |
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